IMPLANT LEVEE
Highly Resilient Disaster Prevention Levee

Construction Solutions Company
GIKEN LTD.

www.giken.com/en

Global Network : Japan, USA, UK, Germany, Singapore, China

Construction Design & Planning Group
1-3-28 Ariake, Koto-ku, Tokyo 135-0063, Japan
Tel. : +81-(0)3-3528-2633 Fax : +81-(0)3-3527-6055
Email : project@giken.com© 2015 GIKEN LTD. All Rights Reserved.

Ver 1.0EN01 / 01 Feb 2015

Levee Upgrading Work in Japan

Implant Levee

Embedded Resilient Structure
Twin Steel Sheet Pile WallSystem
Steel sheet piles are installed into theembankment to a depth determined forproper stability and/or cut-off of flow.
Also, liquefaction of the levee can beprevented by enclosing it with twin
sheet pile walls.
Thus, the levee can withstand large
external loading and the levee crest
can remain in place, even in catastrophic events.
■ Advantages of Implant Levee
Flood, Storm Surge and Tsunami Protection

Functions of the levee can be maintained by increasing its stability.
Current
Embankment

Tie Rods

Local Failure
due to Turn
Back Waves
Steel Sheet Pile Wall

Liquefaction Protection

Functions of the levee can be maintained by the ground enclosure effect.
Settlement

Contiguous
Tubular Pile Wall
Potentially Liquefiable
Soil Layer

Steel tubular pile wall is a vertical barrier and can be installed in locations where space isscarce, such as urban environments or where the construction of a wide levee is not feasible.
The piles are installed into the embankment to a depth determined for proper stability to withstand large dynamic and hydraulic loading.

Anti-liquefaction
GroundPress-in Force

Giken Reaction Base (GRB) System
The press-in machine utilises reaction force from previously installedpiles and performs piling work on topof the piles. With further development
based on the principle of "reaction
based mechanism", "the GRB
System" was developed as apress-in system which performs all
piling procedures such as; pile transportation, pile pitching and press-inwork, on top of installed piles.
The GRB System consists of a Silent
Piler in the front, a Power Unit as apower source, a Clamp Crane topitch piles and a Pile Runner toconvey piles from storage site.

1

Gyration Force

Piling Direction

Pile
Silent PilerPower Unit

Clamp Crane(Presses-in Pile)(Power Source)(Pitches Pile)GyropressForceGyropress Method
Gyropress Method installs tubular piles
with cutting bits attached on pile toe byrotary jack-in system, and travels on topof piles which are completely installed(completed piles).
Gyropress Method allows the installationof tubular piles without prior removal ofexisting structures and/or obstacles.

Pile RunnerUnit Runner
Piler Stage(Conveys Piles)

ReactionForce(Conveys Power Unit)(Work Platform)

2Comparison of Implant Levee to conventional levees(Risk Analysis)

Failure of levees potentially results in devastating consequences, in both life andeconomic losses, around the failure. Therefore, risk analysis and evaluation is a key
issue for levee operation and management.
Failure/ Deterioration Mode/ Risk Elements
Instability

Animal Burrowing
Shrinkage Cracks(Desiccation Cracks)

Seepage
Suffusion

Internal Erosion

Settlement

Liquefaction
Age EffectSettlement

LateralSpreading

Process
Water entering the embankment throughsurface cracks or animal burrows could reduce
the soil strength of the levee.This may
compromise the stability of the embankment
and, in turn, reduce the ability of the levee toperform as designed during high water events.

The hydrostatic pressure against a levee slope
increases significantly and can force water into
the levee embankment and its foundation. Thisseepage will generally follow paths of least
resistance. Depending on the geotechnicalproperties of the soil, internal erosion may thenhappen.

Large seismic accelerations cause settlement
and loss of effective shear strength inwater-saturated, unconsolidated sediment,
leading to loss of bearing pressures and lateral
spreading of levee.

Risk Evaluation
Implant Levee

Conventional Levee

Negligible

Moderate - High

Negligible

Moderate - HighNegligible - Low

High

Negligible

Moderate - High

Negligible - Low

High

Liquefaction

BreachFloodTidal Action
River FlowsCollapse (Widespread Devastation)

FloodStorm Surge
Seismic Loading
Tsunami Strike
3Levees can breach before overflow/ overtopping
if there are structural issues with the levee
making it unstable under a hydraulic load.

Large external cyclic loading due to thesecatastrophic events may lead to large parts of
the levee collapsing or significant deformations.
The levee failure occurs when the weakness of
the levee reaches an unsustainable ultimatestate.

4

Costal Levee Upgrading Work, Japan
Twin Sheet Pile Walls installed with Press-in with Simultaneous Augering【Plan】

2,399no. U Sheet Piles Ⅳw L=15.0m - 16.5m (700Lm)

Sheet Pile Installation

Land Side
Tie Rods

Twin Sheet Pile Walls

Sea Side

Sheet Pile Installation【Cross Section】

Tie Rod Installation

Silent Piler (Crush Mode)

Land Side

Tie Rods

Sea Side

Completion

Completion

Road
Scour Protection

FillBoulders
φ500mm-800mm

5000mm 〜6000mm
Potentially Liquefiable
Soil Layer

U Sheet Piles Ⅳw
L=15.0 m 〜 16.5 m
Sheet Piles(Land Side)

5Sheet Piles(Sea Side)

6

Seawall Upgrading Work, JapanWest Area

Contiguous Tubular Pile Wall installed with Gyropress Method(Rotary Jack-in Method)
564no. Tubular Piles φ1,000mm L=19.5m (670Lm)

Pile Installation without disturbing adjacent traffic(Gyropress Method)

Pile Installation(Gyropress Method)

Post Pile Installation

East Area

Twin Sheet Pile Walls installed with Press-in with Simultaneous Augering
1,800no. U Sheet Piles Ⅲw L=19.5m - 23.0m (577Lm)【Cross Section】【Cross Section】

New Seawall

Sea Side

Rapid Construction by Systematic Method

Land SideSea Side

Land SideRoad

Tie Rods

New Seawall
Existing Seawall
盛土(中詰)

Existing Seawall

Concrete Liner Wall
Road
構造物取壊しWall Section

鋼矢板Ⅲw 型
L=19.5 〜 23.0

Tubular Piles φ1,000mm
L=19.5m

76500ｍｍU Sheet Piles Ⅲw
L=19.5 〜 23.0m

8Other Examples■ Seawall Upgrading Work, Japan (Gyropress Method)■ Riverine Levee Upgrading Work, Japan【Cross Section】【Cross Section】

Tubular Pile Installation

Sea Side

Land Side

Leveed Area

ForelandFill
Tubular Piles φ1,300mm
L=27.5m

Post Pile Installation

Sheet Piles

Scour Protection

Potentially Liquefiable Soil Layer
Tubular Piles φ900mm
L=19.0m
Anti-liquefaction Ground■ Levee Upgrading Work, Japan【Cross Section】■ Seawall Improvement Work, Japan
Sheet Pile Installation

Sea Side

Land Side【Cross Section】
Land SideSea Side

Tie Rods

Post Pile Installation
U Sheet Piles Ⅲw, ⅤL and ⅥL
L=15.5 〜 17.5m

4000ｍｍTubular Piles
φ1,000mm
L=13.5m 〜 20.5m
Potentially Liquefiable
Soil Layer

Anti-liquefaction Ground

910IMPLANT LEVEE
Highly Resilient Disaster Prevention LeveeConstruction Solutions Company
GIKEN LTD.

www.giken.com/en

Global Network : Japan, USA, UK, Germany, Singapore, China

Construction Design & Planning Group
1-3-28 Ariake, Koto-ku, Tokyo 135-0063, Japan
Tel. : +81-(0)3-3528-2633 Fax : +81-(0)3-3527-6055
Email : project@giken.com© 2015 GIKEN LTD. All Rights Reserved.

Ver 1.0EN01 / 01 Feb 2015

Levee Upgrading Work in Japan